Inspection method, system, medium and equipment for grouting modification effect of loose water-containing sand layer

Abstract

The invention provides a loose water-containing sand layer grouting modification effect inspection method, system, medium and equipment, and belongs to the technical field of coal mine roof water and sand inrush disaster prevention and control. Position point data of treatment holes distributed in a point shape are converted into spatial continuous planar data through spatial interpolation processing, a suspicious target area is rapidly grouted according to a permeability rate partition map, and then a treatment weak area is determined by adopting a ground drilling-geophysical prospecting combined method. And comprehensively judging the treatment weak area by using an underground drilling-geophysical prospecting combined method, and finally obtaining the inspection result of the grouting treatment effect of the loose water-containing sand layer. By introducing a permeability rate partition map as an objective basis for delimiting a grouting suspicious target area, subjectivity and uncertainty of inspection area selection in a traditional technology are avoided, and a treatment weak area is rapidly positioned according to the flow of delimiting the grouting suspicious target area-ground drilling-geophysical prospecting combined verification-treatment weak area underground drilling-geophysical prospecting combined verification. The blindness in the conventional grouting effect checking and verifying engineering design is avoided.

Description

Technical Field

[0001] The present application relates to the technical field of prevention and control of water and sand burst disasters in coal mine roofs, and in particular to a method, system, medium and equipment for testing the effect of grouting modification of loose water-containing sand layers. Background Art

[0002] More than 90% of my country's coalfields are concealed, and the coal seam roof is a binary structure of overburden and thick loose sandy soil layer. Some of the thick loose sandy soil layer is a medium to strong water-rich aquifer. In the past, shallow coal resource mining had to leave waterproof (sand) safety coal rock pillars in accordance with relevant regulations. With the large-scale mining of coal resources, shallow coal resources are gradually reduced and on the verge of exhaustion, and the loose water-bearing sand layer has a huge amount of coal pressure. To recover this part of the coal resources, the loose water-bearing sand layer must be grout-modified into a weak aquifer. The grouting modification effect inspection is the last key step in the acceptance of the treatment project and the key to ensuring safe mining.

[0003] The existing technology usually uses the method of drilling water pressure and long-term observation hole water level dynamic analysis to verify the effect of drilling. However, the existing inspection area selection mainly relies on the subjective analysis and judgment of the technicians on the grouting construction process, resulting in insufficient objectivity and accuracy of the grouting modification effect inspection results, which is not conducive to the control and improvement of construction quality.

[0004] Therefore, it is necessary to provide an improved technical solution to address the above-mentioned deficiencies in the prior art. Summary of the invention

[0005] The purpose of the present application is to provide a method, system, medium and equipment for testing the grouting modification effect of loose water-containing sand layers, so as to solve or alleviate the problems existing in the above-mentioned prior art.

[0006] In order to achieve the above objectives, this application provides the following technical solutions:

[0007] In a first aspect, the present application provides a method for testing the grouting modification effect of a loose water-containing sand layer, comprising:

[0008] Step S1: According to the spatial position points of the treatment holes and the water permeability calculated by the water pressure test after grouting of the treatment holes, the water permeability after grouting in the entire water-bearing sand layer treatment area is spatially interpolated to draw a water permeability zoning map;

[0009] Step S2: determining a suspicious grouting target area that needs to be checked for effect based on the water permeability zoning map;

[0010] Step S3: Arrange vertical inspection holes in the suspected target area, and use a ground drilling-geophysical exploration method to conduct effect inspection to determine the scope of the weak area;

[0011] Step S4: After the double tunnels of the working face are formed, the water-gushing and sand-gushing drilling areas and water-rich areas are determined by combining downhole drilling and geophysical exploration. The water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test are compared with the weak areas for treatment obtained from the ground inspection to obtain the test results of the grouting treatment effect of the loose water-bearing sand layer.

[0012] In a possible implementation, in step S1, after performing spatial interpolation processing on the water permeability in the entire water-bearing sand layer treatment area, the method further includes:

[0013] Based on the spatially continuously distributed permeability data obtained after spatial interpolation, the permeability of the water-bearing sand layer management area is divided into four levels: slightly permeable, weakly permeable, moderately permeable and strongly permeable, and permeability zoning maps of different levels are drawn.

[0014] In a possible implementation, the water permeability value range corresponding to the micro-permeability is: q<1Lu; the water permeability value range corresponding to the weak water permeability is: 1Lu≤q<10Lu; the water permeability value range corresponding to the medium water permeability is: 10Lu≤q<100Lu; the water permeability value range corresponding to the strong water permeability is: q≥100Lu, where q represents the water permeability;

[0015] Correspondingly, step S2 is specifically as follows:

[0016] Based on the permeability zoning map, the spatial ranges covered by the medium permeability and strong permeability levels are determined as suspicious grouting target areas that require effect inspection.

[0017] In a possible implementation manner, there are multiple inspection holes, and the multiple inspection holes are arranged as follows:

[0018] Taking the center of the borehole as the center and a circle with a radius of 25 to 30 meters as the effective inspection area of ​​a single inspection hole, the layout position of each inspection hole is determined based on the effective inspection area of ​​the single inspection hole to ensure that the effective inspection areas of all inspection holes can cover the entire suspected grouting target area after being combined.

[0019] In a possible implementation, step S3 includes:

[0020] Step S31: according to the layout of the inspection hole, the construction inspection hole is drilled into the grouting sand layer to expose the entire treatment section, and the modified sandstone core is collected to test its density;

[0021] Step S32: judging the segmentation points of each treatment section in the inspection hole according to the density, and performing a segmented water pressure test with water stop at both ends to test the water permeability of each segment;

[0022] Step S33: Performing transient electromagnetic detection in the hole for the treatment section to find out the resistivity of the sand layer after grouting within a certain space around the inspection hole;

[0023] Step S34: Divide the area where the density is greater than the first threshold, the water permeability of each segment is less than the second threshold, and the resistivity is greater than or equal to the third threshold as a weak control area.

[0024] In a possible implementation manner, the first threshold is 0.85, the second threshold is 50Ω·m, and the third threshold is 10Lu;

[0025] Correspondingly, the division criteria of the weak governance area are: e>0.85, ρ<50Ω·m, q1≥10Lu, where e represents density, ρ represents resistivity; q1 represents the water permeability of each segment.

[0026] In a possible implementation, step S4 includes:

[0027] Step S41: After the double lanes of the working face are formed, downhole drilling is carried out to treat the weak area, the water inflow and sand content of the single hole are observed, and the water and sand inflow drilling areas are determined;

[0028] Step S42: Conducting parallel electrical geophysical exploration between holes in the downhole drill, drawing slices of apparent resistivity at different heights, and dividing the area with apparent resistivity less than the second threshold value as a water-rich area;

[0029] Step S43: Compare and analyze the water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test with the weak areas of treatment obtained from the ground inspection to obtain the test results of the grouting treatment effect of the loose water-bearing sand layer.

[0030] In a second aspect, this embodiment provides a loose water-containing sand layer grouting modification effect inspection system, comprising:

[0031] A zoning map drawing unit is configured to perform spatial interpolation processing on the post-grouting permeability in the entire water-bearing sand layer treatment area according to the spatial position points of the treatment holes and the permeability calculated by the post-grouting water pressure test of the treatment holes, so as to draw a permeability zoning map;

[0032] A suspicious area determination unit, configured to determine a suspicious grouting target area that needs to be checked for effect based on the water permeability zoning map;

[0033] The weak area determination unit is configured to arrange vertical inspection holes in the suspected target area and use a combination of ground drilling and geophysical exploration to conduct effect inspection to determine the scope of the weak area to be treated:

[0034] The analysis and inspection unit is configured to determine the water-gushing and sand-gushing drilling areas and water-rich areas by a combination of downhole drilling and geophysical exploration after the double tunnels of the working face are formed, and to compare and analyze the water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test with the weak areas for treatment obtained from the ground inspection, so as to obtain the inspection results of the grouting treatment effect of the loose water-bearing sand layer.

[0035] In a third aspect, this embodiment provides a computer-readable storage medium having a computer program stored thereon, and when the computer program is executed by a processor, the method described in any of the above embodiments is implemented.

[0036] In a fourth aspect, this embodiment provides an electronic device, comprising: a memory, a processor, and a program stored in the memory and executable on the processor, wherein the processor implements the method described in any of the above embodiments when executing the program.

[0037] The technical solution of the embodiment of the present application has the following beneficial effects:

[0038] The technical solution provided in this embodiment converts the point data of the point distribution of the treatment hole location into spatially continuous surface data through spatial interpolation processing, and uses a permeability zoning map to represent the spatial distribution range of different permeabilities, so that the suspicious target area can be quickly grouted according to the permeability zoning map without the need for subjective analysis by relevant technical personnel, and then the weak area of ​​treatment is determined by the ground drilling-geophysical exploration method, and then the weak area of ​​treatment is comprehensively judged by the underground drilling-geophysical exploration method, and finally the loose water-bearing sand layer grouting treatment effect inspection result is obtained. By introducing the permeability zoning map as an objective basis for the delineation of the suspicious target area of ​​grouting, the scheme can avoid the subjectivity and uncertainty of the selection of the inspection area in the traditional technology, and the scheme also provides a process of delineating the suspicious target area of ​​grouting → quickly locating the weak area of ​​treatment by combining ground drilling-geophysical exploration → verifying the weak area of ​​treatment by combining underground drilling-geophysical exploration, avoiding the blindness in the previous grouting effect inspection and verification engineering design, making the inspection engineering design highly targeted, with a small amount of engineering, and saving inspection costs. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] Figure 1 The present invention is a schematic flow chart of a method for testing the grouting modification effect of loose water-containing sand layers provided according to some embodiments of the present application.

[0040] Figure 2 This is a plan view schematic diagram of the distribution of treatment holes and on-hole and downhole inspection holes provided according to some embodiments of the present application.

[0041] Figure 3 Schematic diagram of slices of apparent resistivity at different heights provided according to some embodiments of the present application.

[0042] Figure 4This is a schematic structural diagram of a system for testing the grouting modification effect of loose water-containing sand layers provided according to some embodiments of the present application.

[0043] Figure 5 It is a schematic diagram of the structure of an electronic device provided according to an embodiment of the present application.

[0044] Figure 6 The hardware structure diagram of the electronic device provided according to the embodiment of the present application. DETAILED DESCRIPTION

[0045] The terms "first", "second", "third" and "fourth" etc. in the specification and claims of the present application and the drawings are used to distinguish different objects, rather than to describe a specific order. In addition, the terms "including" and "having" and any variations thereof are intended to cover non-exclusive inclusions. For example, a process, method, system, product or device that includes a series of steps or units is not limited to the listed steps or units, but optionally includes steps or units that are not listed, or optionally includes other steps or units inherent to these processes, methods, products or devices.

[0046] Reference to "embodiments" herein means that a particular feature, structure, or characteristic described in conjunction with the embodiments may be included in at least one embodiment of the present application. The appearance of the phrase in various locations in the specification does not necessarily refer to the same embodiment, nor is it an independent or alternative embodiment that is mutually exclusive with other embodiments. It is explicitly and implicitly understood by those skilled in the art that the embodiments described herein may be combined with other embodiments.

[0047] "Multiple" means two or more. "And / or" describes the relationship between related objects, indicating that there can be three relationships. For example, A and / or B can mean: A exists alone, A and B exist at the same time, and B exists alone. The character " / " generally indicates that the related objects are in an "or" relationship.

[0048] The embodiments of the present application are described below in conjunction with the accompanying drawings.

[0049] Embodiment 1

[0050] This embodiment provides a method for testing the grouting modification effect of loose water-containing sand layers. The execution subject of this method is a personal computer, tablet, mobile phone, server and other electronic devices, such as Figure 1 As shown, the method includes:

[0051] Step S1: According to the spatial position points of the treatment holes and the water permeability calculated by the water pressure test after grouting of the treatment holes, the water permeability after grouting in the entire water-bearing sand layer treatment area is spatially interpolated to draw a water permeability zoning map;

[0052] Step S2: determining a suspicious grouting target area that needs to be checked for effect based on the water permeability zoning map;

[0053] Step S3: Arrange vertical inspection holes in the suspected target area, and use a ground drilling-geophysical exploration method to conduct effect inspection to determine the scope of the weak area;

[0054] Step S4: After the double tunnels of the working face are formed, the water-gushing and sand-gushing drilling areas and water-rich areas are determined by combining downhole drilling and geophysical exploration. The water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test are compared with the weak areas for treatment obtained from the ground inspection to obtain the test results of the grouting treatment effect of the loose water-bearing sand layer.

[0055] In this embodiment, the purpose of step S1 is to draw a permeability distribution map of the loose sand layer after treatment. Among them, the treatment holes are drilled holes directly used to inject slurry during the grouting construction process. These drilled holes are arranged in the areas that need to be reinforced or treated according to the design requirements and geological conditions. The slurry is injected into the formation through the grouting pipe to achieve the purpose of filling cracks, strengthening the soil, and improving the stability of the formation.

[0056] In this embodiment, the treatment hole is saved in the form of spatial data. It should be noted that, from the data expression form, the treatment hole is expressed in the form of point data, and its spatial position can be accurately located by a single coordinate (usually X, Y coordinates, sometimes also including Z coordinates, indicating depth), so it is also called the spatial position point of the treatment hole. At the same time, the treatment hole can also be accompanied by some descriptive attribute data, for example, the attribute data can include the name of the treatment hole, hole number, construction location, orientation, inclination, hole depth, water permeability before and after grouting, and the working surface.

[0057] In this embodiment, the water permeability zoning map is drawn based on the water permeability calculated by the water pressure test after the treatment hole injection. The water permeability calculated by the water pressure test after the treatment hole injection is also called the water permeability after grouting, which refers to the water permeability calculated by the water pressure test after the grouting is injected to fill the cracks and pores of the loose water-bearing sand layer. In the water-bearing sand layer treatment area, the water permeability of different locations may be completely different. The water permeability zoning map is a map that distinguishes the water permeability of different areas by different colors, symbols or value ranges.

[0058] After the treatment holes are reinforced by grouting, the permeability calculated by the water pressure test is used as the attribute data of the treatment holes, which can provide accurate information on the permeability performance of the local area at the location of the treatment holes. However, the permeability attribute data attached to the locations of each treatment hole are discontinuous in space. Therefore, it is necessary to perform spatial interpolation processing on the permeability of the spatial location points of the treatment holes in order to form a permeability surface with continuous spatial distribution and continuous value range.

[0059] In this embodiment, the permeability of each treatment hole after grouting is spatially interpolated. The purpose of the spatial interpolation is to convert the permeability at the discrete treatment hole position into a continuous permeability surface. Specifically, a variety of spatial interpolation methods can be used, for example, bilinear interpolation, inverse distance weighted method, Kriging method, etc. In practical applications, a suitable spatial interpolation method can be selected according to factors such as the distribution characteristics of the treatment holes, interpolation accuracy requirements, and calculation efficiency. The above method can be implemented with reference to the prior art. This example does not limit the specific selection of the spatial interpolation method, as long as it can realize the conversion of discrete permeability point data into a continuous spatial continuous permeability surface.

[0060] The interpolated permeability values ​​are divided into different permeability levels (different levels correspond to different permeability value ranges) to indicate the difference in permeability, and then drawn on the map with different colors and symbols to form a permeability zoning map. It should be noted that the permeability zoning map is surface data, which can express different permeability value ranges through different colors and symbols, intuitively display the permeability performance of different areas, and lay a data foundation for quickly determining the suspected grouting target area.

[0061] The purpose of step S2 is to determine the suspected target area of ​​grouting using the permeability partition diagram. Wherein, the suspected target area of ​​grouting is an area where there may be grouting quality problems, that is, an area where effect inspection is required (this area may also be referred to as an inspection area). In this area, due to the failure of grouting materials to fully fill the pores, insufficient grouting pressure, improper grouting slurry ratio, unreasonable grouting hole arrangement or complex formation conditions, the grouting effect is not ideal, which poses a potential threat to the stability and safety of the project. In traditional technology, the inspection area is usually defined by the subjective judgment of technicians, and such a method has certain uncertainty. For this reason, the present embodiment has improved the inspection area demarcation method, and the suspected target area of ​​grouting is quickly defined by spatial interpolation and drawing the permeability partition diagram to improve the accuracy and efficiency of grouting effect inspection.

[0062] Specifically, based on the permeability zoning map, the threshold method or gradient method can be used to determine the suspicious grouting target area that needs to be checked for effect. Among them, the threshold method can include the following steps: setting a permeability threshold, comparing the permeability values ​​corresponding to each partition in the permeability zoning map with the permeability threshold, and if the upper limit of the permeability value corresponding to a partition in the permeability zoning map is greater than the set permeability threshold, then the partition will be determined as a suspicious grouting target area. The gradient rule analyzes the permeability change gradient on the permeability zoning map or the permeability surface, and then identifies the areas with abnormal permeability changes based on the permeability change gradient, and uses these areas with abnormal permeability changes as suspicious grouting targets.

[0063] The threshold method has the advantages of simple operation and easy implementation, while the gradient rule can more accurately identify abnormal permeability changes in different areas. The specific method to be used to delineate the suspected grouting target area can be selected according to actual needs.

[0064] The purpose of step S3 is to use a combined method of ground drilling and geophysical exploration to check the effect. After demarcating the suspected target area for grouting, drilling operations can be carried out in the suspected target area for grouting, and vertical inspection holes can be arranged. Inspection holes are holes drilled to check the grouting modification effect. The quality and effect of the grouting operation can be intuitively evaluated by the grouting sand layer conditions revealed by the inspection holes. The vertically arranged inspection holes can directly penetrate the grouting layer, thereby obtaining the continuity and integrity information of the grouting body in the vertical direction. This arrangement avoids the problem of inaccurate grouting effect evaluation caused by angle deviation.

[0065] In this embodiment, a method combining ground (well) drilling and geophysical exploration is used to check the grouting effect. By using a drill rig and other related equipment on the surface, a cylindrical hole is drilled in the vertical direction as an inspection hole to obtain rock samples after grouting modification and understand the stratum structure. Geophysical exploration methods (such as transient electromagnetic method, electrical depth sounding method, etc.) are based on the physical property differences of media such as rocks and soils. By observing and studying the changes in various geophysical fields (such as electromagnetic fields, seismic wave fields, gravity fields, etc.), the distribution range, morphology, strength of the grouting body and the changes in geological conditions before and after grouting are inferred, thereby evaluating the grouting effect. Drilling has the characteristics of directness, and geophysical exploration has the characteristics of extensiveness. Combining ground drilling with geophysical exploration to determine the weak areas of governance can accurately identify the weak areas of governance in the suspected grouting target area, and then more comprehensively and accurately evaluate the grouting effect.

[0066] The purpose of step S4 is to verify the ground inspection results using a combination of underground drilling and geophysical exploration. Among them, the double lanes refer to the machine lane and the air lane. The machine lane is a lane where a belt conveyor (or belt conveyor) is laid, which is mainly used to transport coal. The air lane is a lane used for mine ventilation. After the double lanes of the working face are formed, the layout and geological conditions of the underground lanes are relatively stable. At this time, the inspection and verification of the grouting effect can more accurately reflect the overall situation of the grouting area. In addition, the formation of the double lanes of the working face helps to clarify the target area and boundaries of grouting and reduce the inspection errors caused by changes in geological conditions.

[0067] Underground drilling refers to drilling operations carried out underground in a mine. A water-gushing drilling area refers to an area where, during the drilling process, due to the exposure of an aquifer or geological structure with high water pressure, groundwater rushes into the underground engineering space through the borehole under the action of pressure difference, forming a local or widespread water-gushing phenomenon. A sand-gushing drilling area refers to an area where, during the drilling process, due to complex geological conditions, the borehole exposes an aquifer rich in fine-grained sand or silty soil, or passes through geological structures such as caves and fissures, causing these loose materials to rush into the underground engineering space through the borehole under the action of groundwater pressure or construction disturbance, forming a local or widespread sand-gushing phenomenon.

[0068] Because downhole drilling technology supplements and verifies geophysical exploration technology, it can more directly and accurately reflect underground geological conditions and accurately determine the scope of water-gushing, sand-gushing drilling areas and water-rich areas. Then, the water-gushing, sand-gushing drilling areas and water-rich areas are compared and analyzed with the scope of the weak area determined in step S3 to evaluate whether the grouting has achieved the expected effect and improve the accuracy of the evaluation.

[0069] In summary, the method for testing the grouting modification effect of loose water-bearing sand layers provided in this embodiment has the following beneficial effects: by drawing a permeability zoning map of the treated borehole, the suspected grouting target area can be quickly determined. According to the process of demarcating the suspected grouting target area → drilling and geophysical exploration in the hole to quickly locate the weak area → underground verification of the weak area, the blindness of the inspection and verification engineering design is avoided, the inspection engineering design is highly targeted, the engineering workload is small, and the inspection cost is saved.

[0070] In order to further simplify the process of drawing the permeability zoning map and delineating the suspected target area for grouting, in some embodiments, after the permeability of the entire water-bearing sand layer treatment area is spatially interpolated in step S1, the step also includes: dividing the permeability of the water-bearing sand layer treatment area into four levels, namely, slightly permeable, weakly permeable, moderately permeable and strongly permeable, based on the spatially continuously distributed permeability data obtained after the spatial interpolation, and drawing permeability zoning maps of different levels. Specifically, the water permeability range corresponding to micro-permeability is: q<1Lu; the water permeability range corresponding to weak permeability is: 1Lu≤q<10Lu; the water permeability range corresponding to medium permeability is: 10Lu≤q<100Lu; the water permeability range corresponding to strong permeability is: q≥100Lu, wherein q represents the water permeability; correspondingly, step S2 is specifically as follows: based on the permeability zoning diagram, the spatial range covered by the two levels of medium permeability (10Lu≤q<100Lu) and strong permeability (q≥100Lu) is determined as the suspected target area for grouting that needs to be checked for effectiveness.

[0071] In some embodiments, there are multiple inspection holes, and the multiple inspection holes are arranged as follows: with the center of the drill hole as the center and a circle with a radius of 25 to 30 meters as the effective inspection area of ​​a single inspection hole, the layout position of each inspection hole is determined based on the effective inspection area of ​​the single inspection hole to ensure that the effective inspection areas of all inspection holes can cover the entire suspected grouting target area after being combined.

[0072] Since the coverage of the entire suspected grouting target area is clear, its basic information such as geographic coordinates, area, shape, etc. can also be obtained from the map. Therefore, the positions of each inspection hole can be arranged based on the effective inspection area of ​​a single inspection hole to ensure that the effective inspection areas of all inspection holes can completely cover the suspected grouting target area after being combined, and try to avoid overlap and omission.

[0073] Specifically, the initial position of the inspection hole can be determined first, and then the buffer technology in geographic information technology (GIS) can be used to make a circular buffer with each inspection hole as the center and a radius of 25 to 30 meters. The circular buffer is the effective inspection area of ​​each inspection hole. Then, the overlapping range of each adjacent buffer zone is determined by superposition analysis. If it does not meet the design requirements, the position of the inspection hole is adjusted and the circular buffer zone is remade until it meets the design requirements. Here, the design requirements refer to the effective inspection area being able to completely cover the suspected grouting target area, and try not to overlap or miss. For example, after determining the overlapping range of each adjacent buffer zone, the overlapping area of ​​two adjacent buffer zones can be visually observed. If the overlapping area is large, it is considered that the inspection holes corresponding to the two buffer zones are too close and do not meet the design requirements. At this time, the distance between the two can be increased and the overlapping area can be reduced by adjusting the position. It should be noted that the above process can be implemented using ArcGIS software. ArcGIS software provides functions such as buffer analysis and overlay analysis. The relevant operation steps can refer to the prior art. For the sake of simplicity, this embodiment will not be repeated.

[0074] In this embodiment, by reasonably arranging the inspection holes to cover the entire suspected grouting target area, the geological structure, lithology changes, aquifer distribution and other characteristics of the suspected grouting target area can be more accurately reflected. At the same time, under a limited exploration budget, the reasonable arrangement of the inspection hole positions can reduce unnecessary exploration investment and reduce exploration costs while ensuring exploration accuracy.

[0075] In some embodiments, step S3 may specifically include the following sub-steps:

[0076] Step S31: According to the layout of the inspection hole, the construction inspection hole is drilled into the grouting sand layer to expose the entire treatment section, and the modified sandstone core is collected to test its density, which is recorded as e.

[0077] By drilling inspection holes into the grouting sand layer, the distribution and filling of the grouting material in the sand layer can be directly observed, as well as whether the expected treatment effect is achieved, which helps to accurately evaluate the construction quality of the grouting project. The inspection hole can reveal the entire treatment section, which can fully understand the geological structure of the area, the permeability and stability of the grouting material, and provide data support for subsequent treatment measures. After revealing the entire treatment section, the modified sandstone core is collected and its density is tested. The density can be used to measure the stability and bearing capacity of the formation, and accurately evaluate the improvement effect of the grouting measures on the density of the sand layer.

[0078] On the basis of testing the density, it also includes: grading the density of the formation according to the tested density. Specifically, the density of the sand layer can be divided into four levels from high to low: dense, medium dense, slightly dense, and loose. The density value range corresponding to each level is as follows: e<0.70 is dense, 0.70≤e≤0.85 is medium dense, 0.85<e≤0.95 is slightly dense, and e>0.95 is loose.

[0079] Step S32: Determine the segmentation points of each treatment section in the inspection hole according to the density, and conduct a segmented water pressure test with water stops at both ends to test the water permeability of each segment, which is recorded as q1.

[0080] In traditional technology, since the treatment section to be inspected is long, there may be a lens interlayer with weak treatment in the thick treatment section. The lens interlayer is formed by uneven grouting in local areas of loose water-bearing sand layers, resulting in local water accumulation. The one-time inspection method of the whole section in the traditional method is easy to miss this weak interlayer, resulting in a certain degree of deviation in the grouting effect inspection. This embodiment can accurately divide the boundaries of different treatment sections in the inspection hole by judging the segmentation points after the density test. These boundaries reflect the differences in stratum structure, lithology changes or grouting effects, which serve as an important basis for segmented water pressure testing, thereby ensuring that weak interlayers are not missed, while ensuring that each test section is relatively independent, reducing the mutual influence between adjacent sections, and thus improving the accuracy of the test results.

[0081] After measuring the water permeability q1 of each segment, the area with q1 ≥ 10Lu can be divided into permeable segments.

[0082] Step S33: Perform in-hole transient electromagnetic detection on the treatment section to find out the resistivity of the sand layer after grouting within a certain spatial range around the inspection hole (for example, within 30m around the borehole), which is recorded as ρ.

[0083] The transient electromagnetic method uses an ungrounded return line or a grounded line source to emit a pulsed magnetic field underground, and observes the secondary induced eddy current field generated in the underground medium during the interval of the magnetic field, so as to analyze the resistivity and other characteristics of the underground medium. In-hole transient electromagnetic detection is to place the receiving probe into the borehole of the inspection hole, and obtain information on the underground structure after grouting by measuring the changes in the secondary field at different depths in the borehole. In-hole transient electromagnetic detection can accurately determine the resistivity of the sand layer after grouting within a certain spatial range around the inspection hole, sensitively reflect the location, thickness and water-richness of the underground aquifer, and lay a data foundation for subsequent analysis. At the same time, through the segmented water pressure test of borehole transient electromagnetic and water-stopping at both ends, the stratified water-rich areas and permeable sections can be quickly located.

[0084] In this embodiment, after measuring the resistivity ρ of the sand layer after grouting, the area with resistivity ρ<50Ω·m can be divided into a water-rich area.

[0085] Step S34: Divide the area where the density is greater than the first threshold, the water permeability of each segment is less than the second threshold, and the resistivity is greater than or equal to the third threshold as a weak control area.

[0086] In the traditional grouting effect inspection technology, the grouting effect is mainly inspected by the change of water richness before and after treatment. The inspection index is single and easily affected by multiple factors, which leads to deviations in the inspection results. This embodiment combines density, permeability and resistivity to determine the weak area of ​​treatment. The compactness of the geological body is reflected by density, the permeability is revealed by permeability, and the conductivity and water content of the geological body are reflected by resistivity. These three parameters are considered comprehensively to judge the weak area of ​​treatment. The three indicators verify each other, avoiding the instability of a single indicator, and the overall characteristics of the geological body can be evaluated more comprehensively.

[0087] As an example, the first threshold is 0.85, the second threshold is 50Ω·m, and the third threshold is 10Lu; correspondingly, the division criteria for weak governance areas are: e>0.85, ρ<50Ω·m, q1≥10Lu, where e represents density, ρ represents resistivity, and q1 represents the permeability of each segment.

[0088] In some embodiments, step S4 includes:

[0089] Step S41: After the double tunnels of the working face are formed, underground drilling is carried out to treat the weak areas, the water gushing amount and sand content of each hole are observed, and the drilling areas with water gushing and sand gushing are determined.

[0090] Step S42: Conduct parallel electrical geophysical exploration between holes in the downhole drill, draw slices of apparent resistivity at different heights, and divide the area with apparent resistivity less than a second threshold as a water-rich area. Exemplarily, the second threshold is 50Ω·m.

[0091] Among them, the parallel electrical geophysical prospecting technology can synchronously collect the potential changes of each electrode point on the survey line when power is supplied once by laying out multiple electrodes at one time.

[0092] The parallel electrical method is used to carry out geophysical exploration in the well, which not only improves the work efficiency, but also avoids the interference between the measured data at different times, thereby improving the accuracy and reliability of the data. At the same time, by drawing the apparent resistivity slices at different heights (such as Figure 3 The three-dimensional spatial positioning of the electrical characteristics of the underground sand layer can be achieved, which is conducive to a more accurate understanding of the distribution, structural morphology and water content of the underground sand layer. Furthermore, the slice map can clearly show the abnormal areas of underground resistivity, which are often closely related to geological structures, rock changes or aquifers. By comparing slice maps at different heights, these anomalies can be more easily identified and analyzed and interpreted in depth.

[0093] Step S43: Compare and analyze the water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test with the weak areas of treatment obtained from the ground inspection to obtain the test results of the grouting treatment effect of the loose water-bearing sand layer.

[0094] Through the combination of downhole tests and ground inspections, three-dimensional matching of ground and underground spaces can be achieved, which helps to more accurately determine the specific location, scope and morphological characteristics of water-gushing, sand-gushing drilling areas and water-rich areas, so as to accurately determine the test results of the grouting treatment effect of loose water-bearing sand layers. In addition, based on the results of comparative analysis, more scientific and reasonable treatment plans can be formulated for weak treatment areas. For example, measures such as grouting and precipitation can be strengthened in water-gushing, sand-gushing drilling areas and water-rich areas to effectively control the flow and leakage of groundwater.

[0095] In summary, the method provided in this embodiment follows the process of demarcating suspected grouting target areas → quickly locating and treating weak areas by combining ground drilling and geophysical exploration → verifying the weak areas by combining underground drilling and geophysical exploration, and adopting segmented water pressure test in ground drilling, and using the three indicators of permeability, water richness and density obtained by combining ground drilling and geophysical exploration to further determine the weak areas for treatment, and then verifying the weak areas by combining underground drilling and geophysical exploration in the weak areas for treatment. This solves the problems in the prior art, such as the strong subjectivity in judging the inspection area, easy omission of weak interlayers, single inspection indicators, large engineering volume and high cost, etc., and at the same time improves the accuracy of the inspection of the grouting modification effect of loose water-bearing sand layers.

[0096] By drawing a permeability zoning map of the loose sand layer after treatment; determining the suspected grouting target area that needs to be checked for effectiveness; using a combination of ground drilling and geophysical exploration to check the effectiveness; and using a combination of downhole drilling and geophysical exploration to verify the ground inspection results, the target area for the treatment effect inspection can be quickly located. Through ground inspection, downhole verification, a combination of drilling and geophysical exploration, layered inspection can be achieved for thick grouting-modified sand layers to avoid the existence of interlayers with weak treatment effects. At the same time, this method can also achieve rapid positioning of suspected grouting target areas and three-dimensional inspection of grouting effects, and quickly and accurately obtain the modification effects of three indicators, namely permeability, water richness and density, in the grouting area of ​​the sand layer.

[0097] The following is an example of a coal mine in Huaibei, Anhui Province, to illustrate the method for testing the grouting modification effect of loose water-containing sand layers provided in this embodiment.

[0098] After decades of mining, the coal resources of this coal mine have been gradually exhausted, but there are many coal pillars under the loose thick water-bearing sand layer "Four Containments", with a thickness of 2.2m, a dip angle of 9°, and good coal quality. According to the "Specifications for the Retention and Pressure Mining of Coal Pillars in Buildings, Water Bodies, Railways and Main Wells and Lanes", there is no stable clay soil aquiclude under the thick water-bearing sand layer "Four Containments", which belongs to Class I water body mining, and a waterproof coal (rock) pillar should be reserved. According to the measured data of the height of the water-conducting fracture zone in the mine, the risk mining ratio is 2.3~4.7, with an average of 3.4, and the fracture mining ratio is 7.4~11.6, with an average of 9.5. In the past, the upper limit of the mining for leaving waterproof coal (rock) pillars was -300m~-290m elevation.

[0099] The average elevation of the floor of the "four-containment" of the coal mine is -246m, the thickness is 25.3~47.88m, and the average is 32.8m. The lithology is complex, consisting of gravel, sandy gravel, clay gravel, coarse sand, medium sand and clayey sand, etc., with 0~4 layers of thin-layered clay intercalated with gravel, clay, sandy clay, calcareous clay, etc. The thickness of the water-bearing sand layer is 4.80~30.74m, with an average of 14.42m. The "four-containment" is a sedimentary structure with coarse bottom and fine top, and gravel layers are generally developed at the bottom. The porosity is 25~31%. According to the pumping test of the "four-containment", the unit water inflow q2=0.00024~2.635L / (s·m), the permeability coefficient K=0.0011~5.8m / d, the water-richness is weak to medium, and it mainly receives recharge from lateral regional runoff, with strong horizontal permeability and second vertical permeability. The "three barriers" in the upper part of the "four-containment" are 36 to 62.35 meters thick, with an average of 47.84 meters. They are stable and well-developed, and are good aquicludes; the wind-oxidized zone in the lower bedrock is 4.5 to 45.6 meters thick, with an average of 22 meters, and the strong weathering zone is 0.41 to 37 meters thick, with an average of 13 meters, and contains groundwater. The weathered rock has poor integrity, and the RQD value is generally between 0 and 50%. The compressive strength is 0.31 to 17.03 MPa, which is a weak or extremely weak rock layer. The "four-containment" is in contact with the coal seam and the weathering zone, and is a direct water source for shallow coal seam mining.

[0100] In order to extend the life of the mine and improve resource utilization, the ground drilling and grouting method was used to treat 1010 -1 The thick water-bearing sand layer on the top of the working face is "four-containing". After treatment, the technical solution provided in this embodiment is used to test the treatment effect. The specific steps are as follows:

[0101] Step 1: Draw a permeability zoning map of the loose sand layer after treatment.

[0102] Using the permeability q calculated from the water pressure test after injection of the treatment hole, the permeability of the sand layer after injection is divided into four zoning levels: micro permeability q<1Lu, weak permeability 1Lu≤q<10Lu, medium permeability 10Lu≤q<100Lu and strong permeability q≥100Lu, and a permeability zoning map is drawn.

[0103] Step 2: Determine the suspected grouting target area that needs to be checked for effectiveness.

[0104] The medium permeable areas (10Lu≤q<100Lu) and strong permeable areas (q≥100Lu) are divided into suspicious grouting target areas.

[0105] Step 3: Use a combination of ground drilling and geophysical exploration to check the results.

[0106] 1) Arrange vertical inspection holes in the suspicious target area. The layout principle is to use the center of the drill hole as the center of the circle and a circle with a radius of 30m as the effective inspection area of ​​a single inspection hole. The effective inspection area covers the entire suspicious target area;

[0107] 2) The inspection hole is drilled into the grouting sand layer to expose the entire treatment section, and the modified sand layer core is taken to test its density e, e<0.70 is dense, 0.70≤e≤0.85 is medium dense, 0.85<e≤0.95 is slightly dense, and e>0.95 is loose;

[0108] 3) Conduct in-hole transient electromagnetic detection on the treatment section to find out the resistivity of the injected sand layer within 30m around the borehole. The resistivity ρ < 50Ω·m is classified as a water-rich area;

[0109] Specifically, transient electromagnetic measurements were conducted on the four inspection holes. The lithology of the test section was mainly clay, silt and clayey sand after grouting, which generally showed low resistance. The resistivity value in the low resistance area was about 50Ω·m.

[0110] 4) Carry out a segmented water pressure test with water stop at both ends of the treatment section in the inspection hole, and test the segmented water permeability q1. If q1≥10Lu, it is divided into permeable sections;

[0111] 5) The areas with e>0.85, ρ<50Ω·m, and q1≥10Lu are classified as weak governance areas.

[0112] Step 4: Use a combination of downhole drilling and geophysical exploration to verify the ground inspection results.

[0113] 1) After the double tunnels of the working face are formed, 27 verification holes (such as Figure 2 The water inflow and sand content of each hole were observed, and 11 boreholes had water inflow of 0.1-2.0 m3 / h in the bedrock section, which quickly decayed to no water. No water was found in the "four inclusions" and weathered bedrock in all the boreholes checked underground, and no "four inclusions" collapsed holes or sand inflow were found.

[0114] 2) Conduct parallel electrical geophysical exploration between holes in the underground drill. A total of 5 boreholes were designed on site, namely 8#, 9#, 15#, 21#, and 22#. The drilling parameters are shown in Table 1. The apparent resistivity slices at different heights are drawn ( Figure 3 ), ρ<50Ω·m is divided into water-rich area.

[0115] Table 1 1010 -1 Working face inter-face geophysical exploration parameter table

[0116]

[0117] 3) Compare and analyze the water (sand) gushing drilling areas and water-rich areas obtained through underground verification with the weak areas of treatment identified through ground inspection to obtain the test results of the treatment effect.

[0118] After the coal mine was treated through the above steps, the fourth sand layer was successfully transformed into an effective aquiclude (Class III water body), and a coal rock pillar was set up to prevent collapse. The mining area of ​​the working face increased by about 40,000 m 2 The Jiefang coal pillar has a resource reserve of about 100,000 tons, and the coal quality is relatively good.

[0119] Embodiment 2

[0120] This embodiment provides a loose water-bearing sand layer grouting modification effect inspection system, which includes: a partition map drawing unit 201, a suspicious area determination unit 202, a weak area determination unit 203 and an analysis and inspection unit 204. Among them:

[0121] The zoning map drawing unit 201 is configured to perform spatial interpolation processing on the post-grouting permeability in the entire water-bearing sand layer treatment area according to the spatial position points of the treatment holes and the permeability calculated by the post-grouting water pressure test of the treatment holes, so as to draw a permeability zoning map;

[0122] A suspicious area determination unit 202 is configured to determine a suspicious grouting target area that needs to be checked for effect based on the water permeability zoning map;

[0123] The weak area determination unit 203 is configured to arrange vertical inspection holes in the suspicious target area and use a ground drilling-geophysical exploration combined method to perform effect inspection to determine the scope of the weak area to be treated:

[0124] The analysis and inspection unit 204 is configured to determine the water-gushing and sand-gushing drilling areas and water-rich areas by combining downhole drilling and geophysical exploration after the double tunnels of the working face are formed, and compare and analyze the water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test with the weak areas for treatment obtained from the ground inspection, so as to obtain the inspection results of the grouting treatment effect of the loose water-bearing sand layer.

[0125] The loose water-containing sand layer grouting modification effect inspection system provided in this embodiment can implement the steps and processes of the loose water-containing sand layer grouting modification effect inspection method provided in any of the above embodiments, and achieve the same technical effects, which will not be repeated here one by one.

[0126] Embodiment 3

[0127] Figure 5 Schematic diagram of the structure of an electronic device provided according to some embodiments of the present application; Figure 5 As shown, the electronic device includes:

[0128] One or more processors 501;

[0129] The computer-readable storage medium may be configured to store one or more programs 502. When one or more processors 501 execute the one or more programs 502, the following steps are implemented:

[0130] Step S1: According to the spatial position points of the treatment holes and the water permeability calculated by the water pressure test after grouting of the treatment holes, the water permeability after grouting in the entire water-bearing sand layer treatment area is spatially interpolated to draw a water permeability zoning map;

[0131] Step S2: determining a suspicious grouting target area that needs to be checked for effect based on the water permeability zoning map;

[0132] Step S3: Arrange vertical inspection holes in the suspected target area, and use a ground drilling-geophysical exploration method to conduct effect inspection to determine the scope of the weak area;

[0133] Step S4: After the double tunnels of the working face are formed, the water-gushing and sand-gushing drilling areas and water-rich areas are determined by combining downhole drilling and geophysical exploration. The water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test are compared with the weak areas for treatment obtained from the ground inspection to obtain the test results of the grouting treatment effect of the loose water-bearing sand layer.

[0134] Figure 6 The hardware structure of the electronic device provided according to some embodiments of the present application; Figure 6 As shown, the hardware structure of the electronic device may include: a processor 601 , a communication interface 602 , a computer-readable storage medium (also called a memory) 603 and a communication bus 604 .

[0135] The processor 601 , the communication interface 602 , and the computer-readable storage medium 603 communicate with each other via a communication bus 604 .

[0136] The computer-readable storage medium 603 may be configured to store one or more programs.

[0137] Optionally, the communication interface 602 may be an interface of a communication module, such as an interface of a GSM module.

[0138] The processor 601 executes one or more programs, which implement the following steps:

[0139] Step S1: According to the spatial position points of the treatment holes and the water permeability calculated by the water pressure test after grouting of the treatment holes, the water permeability after grouting in the entire water-bearing sand layer treatment area is spatially interpolated to draw a water permeability zoning map;

[0140] Step S2: determining a suspicious grouting target area that needs to be checked for effect based on the water permeability zoning map;

[0141] Step S3: Arrange vertical inspection holes in the suspected target area, and use a ground drilling-geophysical exploration method to conduct effect inspection to determine the scope of the weak area;

[0142] Step S4: After the double tunnels of the working face are formed, the water-gushing and sand-gushing drilling areas and water-rich areas are determined by combining downhole drilling and geophysical exploration. The water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test are compared with the weak areas for treatment obtained from the ground inspection to obtain the test results of the grouting treatment effect of the loose water-bearing sand layer.

[0143] The processor 601 may be a general-purpose processor, including a central processing unit (CPU), a network processor (NP), etc. It may also be a digital signal processor (DSP), an application-specific integrated circuit (ASIC), a field-programmable gate array (FPGA) or other programmable logic devices, discrete gates or transistor logic devices, discrete hardware components. The methods, steps and logic block diagrams disclosed in the embodiments of the present application may be implemented or executed. The general-purpose processor may be a microprocessor or the processor may also be any conventional processor, etc.

[0144] The electronic device of the embodiment of the present application exists in various forms, including but not limited to:

[0145] (1) Mobile communication devices: These devices are characterized by their mobile communication functions and their main purpose is to provide voice and data communications. These terminals include: smart phones (e.g., iPhone), multimedia phones, functional phones, and low-end phones.

[0146] (2) Ultra-mobile personal computer devices: These devices fall into the category of personal computers, have computing and processing capabilities, and generally also have mobile Internet access features. These terminals include: PDA, MID and UMPC devices, such as iPad.

[0147] (3) Portable entertainment devices: These devices can display and play multimedia content. They include audio and video players (such as iPods), handheld game consoles, e-books, smart toys, and portable car navigation devices.

[0148] (4) Server: A device that provides computing services. The server consists of a processor, hard disk, memory, system bus, etc. The server is similar to a general computer architecture, but because it needs to provide highly reliable services, it has higher requirements in terms of processing power, stability, reliability, security, scalability, and manageability.

[0149] (5) Other electronic devices with data interaction functions.

[0150] It should be pointed out that, according to the needs of implementation, the various components / steps described in the embodiments of the present application can be split into more components / steps, or two or more components / steps or partial operations of components / steps can be combined into new components / steps to achieve the purpose of the embodiments of the present application.

[0151] The above-mentioned method according to the embodiment of the present application can be implemented in hardware, firmware, or implemented as software or computer code that can be stored in a recording medium (such as a CD ROM, RAM, floppy disk, hard disk or magneto-optical disk), or implemented as a computer code originally stored in a remote recording medium or a non-temporary machine storage medium downloaded through a network and to be stored in a local recording medium, so that the method described herein can be stored in such software processing on a recording medium using a general-purpose computer, a dedicated processor or programmable or dedicated hardware (such as an ASIC or FPGA). It can be understood that a computer, a processor, a microprocessor controller or programmable hardware includes a storage component (e.g., RAM, ROM, flash memory, etc.) that can store or receive software or computer code. When the software or computer code is accessed and executed by a computer, a processor or hardware, the method for testing the modification effect of grouting in a loose water-bearing sand layer described herein is implemented. In addition, when a general-purpose computer accesses the code for implementing the method shown herein, the execution of the code converts the general-purpose computer into a dedicated computer for executing the method shown herein.

[0152] Those of ordinary skill in the art will appreciate that the units and method steps of each example described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are performed in hardware or software depends on the specific application and constraints involved in the technical solution. Professional and technical personnel can use different methods to implement the described functions for each specific application, but such implementation should not be considered to be beyond the scope of the embodiments of the present application.

[0153] It should be noted that the various embodiments in this specification are described in a progressive manner, and the same or similar parts between the various embodiments can be referred to each other, and each embodiment focuses on the differences from other embodiments. In particular, for the device and system embodiments, since they are basically similar to the method embodiments, the description is relatively simple, and the relevant parts can be referred to the partial description of the method embodiments.

[0154] The device and system embodiments described above are merely illustrative, wherein the units described as separate components may or may not be physically separated, and the components described as units may or may not be physical units, i.e., they may be located in one place, or they may be distributed on multiple network units. Some or all of the modules may be selected according to actual needs to achieve the purpose of the scheme of this embodiment. Those of ordinary skill in the art may understand and implement it without creative work.

[0155] The above description is only a preferred embodiment of the present application and is not intended to limit the present application. For those skilled in the art, the present application may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A method for testing the grouting modification effect of loose water-containing sand layers, characterized in that: include: Step S1: According to the spatial position points of the treatment holes and the water permeability calculated by the water pressure test after grouting of the treatment holes, the water permeability after grouting in the entire water-bearing sand layer treatment area is spatially interpolated to draw a water permeability zoning map; Step S2: determining a suspicious grouting target area that needs to be checked for effect based on the water permeability zoning map; Step S3: Arrange vertical inspection holes in the suspected target area, and use a ground drilling-geophysical exploration method to conduct effect inspection to determine the scope of the weak area; Step S4: After the double tunnels of the working face are formed, the water-gushing and sand-gushing drilling areas and water-rich areas are determined by combining downhole drilling and geophysical exploration. The water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test are compared with the weak areas for treatment obtained from the ground inspection to obtain the test results of the grouting treatment effect of the loose water-bearing sand layer.

2. The method according to claim 1, characterized in that In step S1, after the water permeability in the entire water-bearing sand layer treatment area is spatially interpolated, the following steps are further included: Based on the spatially continuously distributed permeability data obtained after spatial interpolation, the permeability of the water-bearing sand layer management area is divided into four levels: slightly permeable, weakly permeable, moderately permeable and strongly permeable, and permeability zoning maps of different levels are drawn.

3. The method according to claim 2, characterized in that The water permeability value range corresponding to the micro permeability is: q<1Lu; the water permeability value range corresponding to the weak permeability is: 1Lu≤q<10Lu; the water permeability value range corresponding to the medium permeability is: 10Lu≤q<100Lu; the water permeability value range corresponding to the strong permeability is: q≥100Lu, where q represents the water permeability; Correspondingly, step S2 is specifically as follows: Based on the permeability zoning map, the spatial ranges covered by the medium permeability and strong permeability levels are determined as suspicious grouting target areas that require effect inspection.

4. The method according to claim 1, characterized in that: There are multiple inspection holes, and the multiple inspection holes are arranged as follows: Taking the center of the borehole as the center and a circle with a radius of 25 to 30 meters as the effective inspection area of ​​a single inspection hole, the layout position of each inspection hole is determined based on the effective inspection area of ​​the single inspection hole to ensure that the effective inspection areas of all inspection holes can cover the entire suspected grouting target area after being combined.

5. The method according to claim 1, characterized in that Step S3 includes: Step S31: according to the layout of the inspection hole, the construction inspection hole is drilled into the grouting sand layer to expose the entire treatment section, and the modified sandstone core is collected to test its density; Step S32: judging the segmentation points of each treatment section in the inspection hole according to the density, and performing a segmented water pressure test with water stop at both ends to test the water permeability of each segment; Step S33: Performing transient electromagnetic detection in the hole for the treatment section to find out the resistivity of the sand layer after grouting within a certain space around the inspection hole; Step S34: Divide the area where the density is greater than the first threshold, the water permeability of each segment is less than the second threshold, and the resistivity is greater than or equal to the third threshold as a weak control area.

6. The method according to claim 5, characterized in that The first threshold is 0.85, the second threshold is 50Ω·m, and the third threshold is 10Lu; Correspondingly, the division criteria of the weak governance area are: e>0.85, ρ<50Ω·m, q1≥10Lu, where e represents density, ρ represents resistivity; q1 represents the water permeability of each segment.

7. The method according to claim 1, characterized in that Step S4 includes: Step S41: After the double lanes of the working face are formed, downhole drilling is carried out to treat the weak area, the water inflow and sand content of the single hole are observed, and the water and sand inflow drilling areas are determined; Step S42: Conducting parallel electrical geophysical exploration between holes in the downhole drill, drawing slices of apparent resistivity at different heights, and dividing the area with apparent resistivity less than the second threshold value as a water-rich area; Step S43: Compare and analyze the water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test with the weak areas of treatment obtained from the ground inspection to obtain the test results of the grouting treatment effect of the loose water-bearing sand layer.

8. A loose water-containing sand layer grouting modification effect inspection system, characterized in that: include: A zoning map drawing unit is configured to perform spatial interpolation processing on the post-grouting permeability in the entire water-bearing sand layer treatment area according to the spatial position points of the treatment holes and the permeability calculated by the post-grouting water pressure test of the treatment holes, so as to draw a permeability zoning map; A suspicious area determination unit, configured to determine a suspicious grouting target area that needs to be checked for effect based on the water permeability zoning map; The weak area determination unit is configured to arrange vertical inspection holes in the suspected target area and use a combination of ground drilling and geophysical exploration to conduct effect inspection to determine the scope of the weak area to be treated: The analysis and inspection unit is configured to determine the water-gushing and sand-gushing drilling areas and water-rich areas by a combination of downhole drilling and geophysical exploration after the double tunnels of the working face are formed, and to compare and analyze the water-gushing and sand-gushing drilling areas and water-rich areas obtained from the downhole test with the weak areas for treatment obtained from the ground inspection, so as to obtain the inspection results of the grouting treatment effect of the loose water-bearing sand layer.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the method according to any one of claims 1 to 7 is implemented.

10. An electronic device, characterized in that: include: A memory, a processor, and a program stored in the memory and executable on the processor, wherein the processor implements the method according to any one of claims 1 to 7 when executing the program.

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